KR101242842B1 - Construction method for corrugated steel plate web-psc composite beam - Google Patents

Abstract

PURPOSE: An upper part structure construction method of abdomen sheet steel pre-stressed concrete box girder-bridge is provided to achieve economic effect by reducing strut capacity by constructing a strut per section. CONSTITUTION: An upper part structure construction method of abdomen sheet steel pre-stressed concrete box girder-bridge comprises: a step of installing a temporary staging in the section of the half of the left and right side around a specific bridge post(Pn) in the longitudinal direction among abutment(A2) of the end point, intermediate pier(P1-Pf), and abutment(A1) of the bridge point part; a step of assembling a mold(200) for a abdomen sheet steel pre-stressed concrete box girder at the upper part of the temporary staging, assembling a reinforcing steel, a tendon and a corrugated steel plate, hardening and completing the upper part structure(10) of the bridge; and a step of assembling a beam mold at the side span between the upper part structure of the bridge and the abutment, arranging the beam, the reinforcing steel, and the tendon, assembling the corrugated steel plate, and pouring concrete into the mold.

Description

Construction method of corrugated steel plate web-PSC composite beam for prestressed concrete box girder bridge

The present invention relates to a method for constructing an upper structure of an abdominal corrugated steel sheet prestressed concrete box girder bridge, and more specifically, to install a bridge to the left and right around the main head of the bridge to repeatedly construct the upper structure of the bridge, The cantilever type in the main head does not produce excessive parenting, so no additional prestressing is required. A method for constructing superstructure of abdominal corrugated steel sheet prestressed concrete box girder bridge.

In the conventional FSM (Full Staging Method), as shown in FIG. 3A, the copper weight 4 is installed at the lower portion of the entire span to which the concrete is to be laid so that the weight of the concrete is reached until the concrete reaches a predetermined strength. And in a way to temporarily support the load, such as formwork, workbench, there was a problem that the copper bar capacity increases because the copper bar should be installed in all the sections.

In addition, the field casting method FCM (Free Cantilever Method) is a method of constructing forwards while maintaining symmetry by using form traveler and movable truss on bridges and deck slabs that are already constructed without moving the bridge. As a whole, it is constructed by on-site casting method, and it is inevitable to secure concrete curing period of 3 days or more in relation to construction of each segment. On the other hand, the precast FCM bridge is constructed by precast the entire site-pouring segment. However, the method of precast the entire segment has a problem that it is difficult to secure economic feasibility because the mold production cost and the work site construction cost is expensive and the construction period is long.

As a background technology of the present invention, there is a patent registration No. 0497803, "A method of constructing a PSC box girder bridge using a precast type fixing part segment" (Patent Document 1). In the background art as shown in Figure 3b (a) after the construction of the bridge, the step of constructing a bridge table for building the bridge superstructure on the upper end of the bridge; (b) constructing first site-pouring segments each having a predetermined width for building bridge superstructures on both side surfaces of the bridge table; (e) constructing second site-pouring segments of a predetermined width on each outer surface of the first precast-type fixing unit segment after the introduction of the prestress; (h) In the PSC box girder bridge construction method comprising the step of completing the bridge construction by repeating the above-described cast-in-place segment construction → precast-type fixing unit segment bonding → pre-stress introduction process a plurality of times, the step (b) And between (e) and (e) and (h), respectively, (c) a first precast fixing unit segment prepared in advance by a precast method on each outer surface of the constructed first site-pouring segment. Splicing each; (d) introducing prestress first after joining the first precast fusing segment and after a curing period for a predetermined period; And (f) bonding second precast fusing segments, which are prefabricated by a precast method, to respective outer surfaces of the constructed second cast-in-place segments; (g) after joining the second precast fusing segment, after the curing period for a predetermined period, a step of introducing the prestress secondarily is added. Propose construction method of bridge. However, the background art also has a problem in that it is difficult to process the end face of the longitudinal box cross section and the construction period is long, thereby securing economic feasibility.

Patent Registration No. 0497803 "Construction method of PS box girder bridge using precast type fixing segment"

The present invention is to solve the above problems, by installing a copper bar on the left and right around the main head of the piers to repeat the construction of the upper structure of the bridge, the upper structure of the bridge in the head to the cantilever type, the excessive parental It does not require additional prestressing, and it is economical and can shorten the air volume by constructing section by section without installing the group at the same time. It is economical and can shorten the air by constructing the superstructure of the prestressed concrete box girder bridge. The purpose is to provide a method.

The present invention relates to a method for constructing a superstructure of a multi-span continuous bridge in which several spans are repeatedly repeated. (A) One bridge in a longitudinal direction of the bridge among the intersections of the bridge points and the intermediate bridges and the intersections of the end points. Installing a temporary club in half of the interval between the left and right sides centered on the center; (b) assembling the formwork for the abdominal corrugated steel sheet PSC box girder and installing reinforcing bars, tension members and corrugated steel sheets on the temporary construction, and placing and curing concrete to complete the bridge superstructure; (c) repeating the process of (a) (b) above the previous or next pier to complete the entire structure of the bridge; (d) assembling beam formwork and reinforcing beam formwork, reinforcing bar, corrugated steel sheet and placing concrete in the form between side bridges between bridge superstructures and alternating; To provide a method for constructing the superstructure of the bridge.

In addition, the abdominal corrugated steel sheet prestressed concrete characterized in that the tension member is placed and tensioned so as to be bent downward from both sides of the bridge upper structure from the upper portion of the bridge upper structure to be symmetrical left and right around the point portion of the bridge To provide a method of constructing the superstructure of the box girder bridge.

In addition, in the lower portion of the center of the intersecting portion to penetrate the structure constructed in the piers and the structure adjacent to the pier, a separate tension member is placed to tension and settle the abdominal corrugated steel sheet prestressed concrete box girder bridge To provide a method for constructing superstructures.

The upper structure construction method of the abdominal corrugated steel sheet prestressed concrete box girder bridge of the present invention by installing a copper bar on the left and right around the head of the pier to repeat the construction of the upper structure of the bridge to the cantilever type It does not need excessive prestressing because it does not produce excessive parenting, and it is economical because it can be installed in sections without installing a group of bars at the same time. It solves all the disadvantages of the process and at the same time has a very useful effect to have both the advantages of the FCM method and the advantages of the FSM method.

The following drawings, which are attached in this specification, illustrate the preferred embodiments of the present invention, and together with the detailed description thereof, serve to further understand the technical spirit of the present invention. It should not be construed as limited.
1 is a side view schematically showing a method for constructing a superstructure of the abdominal corrugated steel sheet prestressed concrete box girder bridge of the present invention.
2 is a view schematically showing the tension member arrangement in each structure in the present invention.
3A is a view schematically showing a bridge constructed by a conventional FSM method.
3B is a state diagram in which a second precast fixing unit segment is joined to both side surfaces of a secondary construction site casting segment in a method of constructing a PSC box girder bridge by a method of improving a conventional FCM method.

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS The present invention will be described in detail below with reference to the embodiments shown in the accompanying drawings, but the present invention is not limited thereto.

 Hereinafter, the technical structure of the present invention will be described in detail with reference to the preferred embodiments.

Abdominal corrugated steel sheet prestressed concrete box girder used in the superstructure construction method of the abdominal corrugated steel sheet prestressed concrete box girder bridge is a box-shaped box girder using a common abdominal corrugated steel sheet, the abdominal corrugated steel sheet 110 and the abdominal corrugation The upper concrete 130 and the lower concrete 140, which constrains the upper and lower ends of the steel sheet 110 in the longitudinal direction, can be applied to have a variety of cross-section, regardless of the shape of the abdominal corrugated steel sheet 110 and the upper concrete It can be applied to all synthetic girders manufactured by synthesizing with 130 and the bottom concrete 140.

The corrugated steel sheet 10 generally has a trapezoidal shape having a predetermined angle, but the corrugated steel sheet 10 is not necessarily limited to a trapezoidal shape, for example, in the form of a triangular function. It may have a waveform shape consisting of curves, and may also have various waveform shapes.

A method of constructing the superstructure of the abdominal corrugated steel sheet prestressed concrete box girder bridge according to the present invention will be described in detail with reference to the accompanying drawings.

1 is a side view schematically showing a method for constructing a superstructure of the abdominal corrugated steel sheet prestressed concrete box girder bridge of the present invention.

The present invention relates to a method for constructing a superstructure in a multi-span continuous bridge in which several spans are repeated continuously.

As shown in FIG. 1A, intermediate piers P1, P2, ..., Pn-1, Pn, Pn + 1, ... between alternations (A1) and (A2) for the superstructure construction of the bridge. The construction of., Pf) should be preceded.

In the embodiment of the present invention is illustrated as a pier (P1, P2, ..., Pn-1, Pn, Pn + 1, ...., Pf) for convenience, and according to the installation position and length of the box girder bridge Of course, the number of installations may vary.

Thereafter, as shown in FIG. 1B, the clubbage 40 is installed in a half section between the left and right edges of the main head of one particular pier Pn (a).

The club 40 is not formed in the whole between the trunks, but is installed in a portion corresponding to half of the left and right centers around the main head of the piers Pn. This is to form the bridge upper structure 10 with a predetermined length around the bridge (Pn).

Then, assembling the girder formwork and the reinforcing bar, the tension material is placed and the corrugated steel sheet is assembled, then concrete is poured into the formwork and cured to complete the bridge upper structure (10) (b).

The box girder formed by the corrugated steel sheet 110 has an upper and lower concrete 130 and 140 separately separated from the upper and lower portions of the corrugated steel sheet 110 except for the abdominal portion formed of the corrugated steel sheet 110. It is necessary to form a separate formwork to separate each of the concrete bar in general, in the case of the box girder using the corrugated steel sheet 110 in the abdomen, assembling the lower formwork first in the lower part of the abdominal corrugated steel sheet 110 and then After the concrete 140 is completed, sufficient strength can be mounted on the upper surface of the lower concrete 140 to support the formwork for the production of the upper concrete 130 after the appearance, the upper concrete 130 and the lower The upper and lower concrete 130 and 140 are collectively collectively separated so that the left and right sides of the corrugated steel sheet 110 are separated and separated so as to be simultaneously produced on the concrete 140. It can also be cast at a time.

At the time of assembling the formwork 200, assembling the corrugated steel sheet 110, the tension member is placed and the reinforcement works inside the formwork 200.

2 is a view schematically showing the tension member arrangement in each structure in the present invention.

The tension member 50a is directed downward from both ends of the bridge upper structure 10 from the upper portion of the bridge upper structure 10 at the point of the bridge Pn so as to be symmetrical left and right about the point portion of the bridge Pn. The portion located at the center of the upper structure 10 is convex and arranged in a curved shape with both ends downward.

The tension member 50b continualizes the adjacent bridge superstructure 10 and is configured to simultaneously penetrate the neighboring bridge superstructure 10 at the end of the bridge superstructure 10. That is, a separate portion is provided at the lower portion of the middle part of the inter-planar portion to simultaneously penetrate the structure 10 constructed in the piers Pn and the structure 10 constructed in the adjacent piers (Pn-1) or (Pn + 1). The tension member 50b is disposed. Since the tension material (50b) is tensioned and settled to continue.

Thereafter, as shown in FIGS. 1C and 1D, the formwork 200 and the club 40 at the first pier Pn are removed to complete the bridge superstructure 10, and the previous pier Pn-1 or Next, the steps (a) to (b) are repeated (e) in the next bridge Pn + 1 to complete the bridge upper structure 10.

Thereafter, as shown in Figure 1e, between the bridge superstructure 10 and the side span between the alternating (A1) (A2) assembling formwork 200 and reinforcement, corrugated steel sheet 110 is assembled and concrete is poured into the formwork. (d).

In addition, if necessary, the copper rod 40 may be additionally installed in the lower portion for assembling the formwork 200 for forming the side span structure 20 to be installed later.

Assembly of the formwork 200 and the reinforcement of the reinforcement, the corrugated steel sheet 110 is subjected to the same process as the operation performed at the time of forming the bridge upper structure (10).

The present invention reduces the construction cost and construction period by installing the bridge upper structure to the left and right centers of the main head of the bridge to reduce the construction cost and construction period, the mold manufacturing cost and the workshop construction cost, which is a disadvantage of the FCM method is expensive and the construction period is long, ensuring economic efficiency It solves the problem that is difficult to do, and effectively reduces the installation capacity of the club, solves the problem of increasing the capacity of the club because it needs to be installed in all the zones to temporarily support the load of concrete, formwork and workbench, which are disadvantages of the FSM method. Solving both the shortcomings of the FCM method and the shortcomings of the FSM method, there is a very useful effect of having both the advantages of the FCM method and the advantages of the FSM method.

While the present invention has been particularly shown and described with reference to exemplary embodiments thereof, it is evident that many alternatives, modifications and variations will be apparent to those skilled in the art in light of the above teachings. will be. The invention is not limited by these variations and modifications, but is limited only by the claims appended hereto.

10: bridge superstructure
20: side span structure
40: East group
50a, 50b: tension material
110: corrugated steel sheet
130: upper concrete
140: lower concrete
200: formwork
A1, A2: shift

Claims (3)

In the method of constructing the superstructure of the multi-span continuous bridge that repeats several spans,
(a) of the intersection A1 of the bridge point and each of the intermediate piers P1, P2, ..., Pn-1, Pn, Pn + 1, ..., Pf and the intersection of the end point A2; Installing a temporary copper club 40 in a section of the left and right edges centered on one specific bridge Pn in the longitudinal direction of the bridge;
(b) assembling the formwork 200 for the abdominal corrugated steel sheet PSC box girder on the temporary construction and assembling and installing reinforcing bars, tension members and corrugated steel sheets, and placing and curing concrete to complete the bridge upper structure 10;
(c) repeating the process of (a) (b) above the previous pier (Pn-1) or the next pier (Pn + 1) to complete the entire structure of the bridge;
(d) assembling beam formwork and assembling beam formwork, reinforcing bar, corrugated steel sheet between side bridges between bridge superstructure 10 and alternating shafts A1 and A2, and placing concrete into the formwork. A superstructure construction method of the abdominal corrugated steel sheet prestressed concrete box girder bridge. The method of claim 1,
The tension member 50a is disposed to be bent downward from both sides of the bridge upper structure 10 in the upper portion of the bridge upper structure 10 so as to be symmetrical left and right around the point portion of the bridge Pn. The superstructure construction method of the abdominal corrugated steel sheet prestressed concrete box girder bridge, characterized in that the fixing. 3. The method according to claim 1 or 2,
A separate tension member may be provided at a lower portion of the center portion of the interplanar portion through which the structure 10 constructed in the piers Pn and the structure 10 constructed in the adjacent piers (Pn-1 or (Pn + 1)) penetrate. Method for constructing the superstructure of the abdominal corrugated steel sheet prestressed concrete box girder bridge, characterized in that the 50b) is placed and tensioned.

Images